Replace Br #120292 over Little Meadow Creek on SR-2625 (Mauney Rd.) in Cabarrus County

Location: North Carolina
Posted: Nov 5, 2025
Due: Dec 3, 2025
Agency: Division of Highways
Type of Government: State & Local
Category:
  • Z - Maintenance, Repair or Alteration of Real Property
Publication URL: To access bid details, please log in.
  • WBS Element: BP10.R055.3
    POC
    Replace Br #120292 over Little Meadow Creek on SR-2625 (Mauney Rd.) in Cabarrus County

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    STATE
    N.C.
    STATE PROJECT REFERENCE NO.
    SF-120292
    SHEET
    NO.
    1
    TOTAL
    SHEETS
    13
    STATE OF NORTH CAROLINA
    DEPARTM ENT OF TRANSPORTATION
    DIVISION OF HIGHW AYS
    GEOTECHNICAL ENGINEERING UNIT
    STRU CTU RE
    SU BSU RFACE INVESTIGATION
    COUNTY CABARRUS
    SITE DESCRIPTION BRIDGE NO.292 ON SR
    (M AUNEY RD.)OVER LITTLE M EADOW
    2625
    CREEK
    CONTENTS
    SHEET NO.
    1
    2, 2A
    2B, 2C
    3
    4-5
    6-13
    DESCRIPTION
    TITLE SHEET
    LEGEND (SOIL & ROCK)
    SUPPLEMENTAL LEGEND (GSI)
    SITE PLAN
    CROSS SECTION(S)
    BORE LOG(S),CORE LOG(S),& CORE PHOTOGRAPH(S)
    CAUTION NOTICE
    THE SUBSURFACE INFORMATION AND THE SUBSURFACE INVESTIGATION ON WHICH IT IS BASED WERE
    MADE FOR THE PURPOSE OF STUDY,PLANNING AND DESIGN,AND NOT FOR CONSTRUCTION OR PAY
    PURPOSES. THE VARIOUS FIELD BORING LOGS,ROCK CORES AND SOIL TEST DATA AVAILABLE MAY
    BE REVIEWED OR INSPECTED IN RALEIGH BY CONTACTING THE N.C.DEPARTMENT OF TRANSPORTATION,
    GEOTECHNICAL ENGINEERING UNIT AT (919)707-6850. THE SUBSURFACE PLANS AND REPORTS,FIELD
    BORING LOGS,ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT.
    GENERAL SOIL AND ROCK STRATA DESCRIPTIONS AND INDICATED BOUNDARIES ARE BASED ON A
    GEOTECHNICAL INTERPRETATION OF ALL AVAILABLE SUBSURFACE DATA AND MAY NOT NECESSARILY
    REFLECT THE ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS OR BETWEEN SAMPLED STRATA
    WITHIN THE BOREHOLE. THE LABORATORY SAMPLE DATA AND THE IN SITU (IN-PLACE)TEST DATA
    CAN BE RELIED ON ONLY TO THE DEGREE OF RELIABILITY INHERENT IN THE STANDARD TEST METHOD.
    THE OBSERVED WATER LEVELS OR SOIL MOISTURE CONDITIONS INDICATED IN THE SUBSURFACE
    INVESTIGATIONS ARE AS RECORDED AT THE TIME OF THE INVESTIGATION. THESE WATER LEVELS OR
    SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS
    INCLUDING TEMPERATURES,PRECIPITATION AND WIND,AS WELL AS OTHER NON-CLIMATIC FACTORS.
    THE BIDDER OR CONTRACTOR IS CAUTIONED THAT DETAILS SHOWN ON THE SUBSURFACE PLANS ARE
    PRELIMINARY ONLY AND IN MANY CASES THE FINAL DESIGN DETAILS ARE DIFFERENT. FOR BIDDING
    AND CONSTRUCTION PURPOSES,REFER TO THE CONSTRUCTION PLANS AND DOCUMENTS FOR FINAL
    DESIGN INFORMATION ON THIS PROJECT. THE DEPARTMENT DOES NOT WARRANT OR GUARANTEE THE
    SUFFICIENCY OR ACCURACY OF THE INVESTIGATION MADE,NOR THE INTERPRETATIONS MADE,OR
    OPINION OF THE DEPARTMENT AS TO THE TYPE OF MATERIALS AND CONDITIONS TO BE ENCOUNTERED.
    THE BIDDER OR CONTRACTOR IS CAUTIONED TO MAKE SUCH INDEPENDENT SUBSURFACE INVESTIGATIONS
    AS HE DEEMS NECESSARY TO SATISFY HIMSELF AS TO CONDITIONS TO BE ENCOUNTERED ON THE
    PROJECT. THE CONTRACTOR SHALL HAVE NO CLAIM FOR ADDITIONAL COMPENSATION OR FOR AN
    EXTENSION OF TIME FOR ANY REASON RESULTING FROM THE ACTUAL CONDITIONS ENCOUNTERED AT
    THE SITE DIFFERING FROM THOSE INDICATED IN THE SUBSURFACE INFORMATION.
    NOTES:
    1.
    THE INFORMATION CONTAINED HEREIN IS NOT IMPLIED OR GUARANTEED BY THE N.C.DEPARTMENT
    OF TRANSPORTATION AS ACCURATE NOR IS IT CONSIDERED PART OF THE PLANS,SPECIFICATIONS
    OR CONTRACT FOR THE PROJECT.
    2. BY HAVING REQUESTED THIS INFORMATION,THE CONTRACTOR SPECIFICALLY WAIVES ANY CLAIMS
    FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BETWEEN THE
    CONDITIONS INDICATED HEREIN AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
    PERSONNEL
    J.K.STICKNEY
    C.L.SM ITH
    B.E.FOSTER
    J.K.STICKNEY
    INVESTIGATED BY
    T.T.W ALKER,F& R Inc.
    DRAWN BY
    K.B.M ILLER
    CHECKED BY
    C.R.LAVENDER,III
    SUBMITTED BY
    JANUARY 2020
    DATE
    ORTLHICCENASREODLIN
    SEAL
    1506
    ES ERO.LOLGAVISEND
    SIGNATURE
    2/3/2020
    DATE
    DO CU M EN T N O T CO N SIDERED FIN AL
    U N LESS ALL SIG N ATU RES CO M PLETED
    PROJECT REFERENCE NO.
    SF-120292
    SHEET NO.
    2
    NORTH CAROLINA DEPARTM ENT OF TRANSPORTATION
    DIVISION OF HIGHW AYS
    GEOTECHNICAL ENGINEERING UNIT
    SU BSU RFACE INVESTIGATION
    SOIL AND ROCK LEGEND,TERM S,SYM BOLS,AND ABBREVIATIONS
    (PAGE 1OF 2)
    SOIL DESCRIPTION
    SOIL IS CONSIDERED UNCONSOLIDATED,SEM I-CONSOLIDATED,OR W EATHERED EARTH M ATERIALS THAT CAN
    BE PENETRATED W ITH A CONTINUOUS FLIGHT POW ER AUGER AND YIELD LESS THAN 100 BLOW S PER FOOT
    ACCORDING TO THE STANDARD PENETRATION TEST (AASHTO T 206,ASTM D1586). SOIL CLASSIFICATION
    IS BASED ON THE AASHTO SYSTEM . BASIC DESCRIPTIONS GENERALLY INCLUDE THE FOLLOW ING:
    CONSISTENCY,COLOR,TEXTURE,M OISTURE,AASHTO CLASSIFICATION,AND OTHER PERTINENT FACTORS SUCH
    AS M INERALOGICAL COM POSITION,ANGULARITY,STRUCTURE,PLASTICITY,ETC. FOR EXAM PLE,
    VERY STIFF,GRAY,SILTY CLAY,MOIST WITH INTERBEDDED FINE SAND LAYERS,HIGHLY PLASTIC,A-7-6
    SOIL LEGEND AND AASHTO CLASSIFICATION
    GENERAL
    CLASS.
    GRANULAR M ATERIALS
    ( 35% PASSING #200)
    SILT-CLAY M ATERIALS
    ( 35% PASSING #200)
    ORGANIC M ATERIALS
    GROUP
    CLASS.
    A-1
    A-3
    A-2
    A-4
    A-1-a A-1-b
    A-2-4 A-2-5 A-2-6 A-2-7
    A-5
    A-6
    A-7
    A-7-5,
    A-7-6
    A-1,A-2
    A-3
    A-4,A-5
    A-6,A-7
    SYM BOL
    % PASSING
    #10
    #40
    #200
    50 M X
    30 M X 50 M X 51 M N
    15 M X 25 M X 10 M X 35 M X 35 M X 35 M X 35 M X 36 M N 36 M N 36 M N 36 M N
    GRANULAR
    SOILS
    SILT-
    CLAY
    SOILS
    M UCK,
    PEAT
    M ATERIAL
    PASSING #4O
    LL
    PI
    6 MX
    NP
    40 M X 41 M N 40 M X 41 M N 40 M X 41 M N 40 M X 41 M N
    10 M X 10 M X 11 M N 11 M N 10 M X 10 M X 11 M N 11 M N
    GROUP INDEX
    0
    0
    0
    4 MX
    8 M X 12 M X 16 M X NO M X
    USUAL TYPES
    OF M AJOR
    M ATERIALS
    STONE FRAGS.
    GRAVEL,AND
    SAND
    FINE
    SAND
    SILTY OR CLAYEY
    GRAVEL AND SAND
    SILTY
    SOILS
    CLAYEY
    SOILS
    SOILS W ITH
    LITTLE OR
    M ODERATE
    AM OUNTS OF
    ORGANIC
    M ATTER
    HIGHLY
    ORGANIC
    SOILS
    GEN.RATING
    AS SUBGRADE
    EXCELLENT TO GOOD
    FAIR TO POOR
    FAIR TO
    POOR
    POOR
    UNSUITABLE
    PI OF A-7-5 SUBGROUP IS
    LL - 30 ;PI OF A-7-6 SUBGROUP IS
    LL - 30
    CONSISTENCY OR DENSENESS
    PRIM ARY SOIL TYPE
    COM PACTNESS OR
    CONSISTENCY
    RANGE OF STANDARD
    PENETRATION RESISTENCE
    (N-VALUE)
    RANGE OF UNCONFINED
    COM PRESSIVE STRENGTH
    2
    (TONS/FT )
    GENERALLY
    GRANULAR
    M ATERIAL
    (NON-COHESIVE)
    VERY LOOSE
    LOOSE
    M EDIUM DENSE
    DENSE
    VERY DENSE
    <4
    4 TO 10
    10 TO 30
    30 TO 50
    > 50
    N/A
    GENERALLY
    SILT-CLAY
    M ATERIAL
    (COHESIVE)
    VERY SOFT
    SOFT
    M EDIUM STIFF
    STIFF
    VERY STIFF
    HARD
    <2
    2 TO 4
    4 TO 8
    8 TO 15
    15 TO 30
    > 30
    TEXTURE OR GRAIN SIZE
    < 0.25
    0.25 TO 0.5
    0.5 TO 1.0
    1 TO 2
    2 TO 4
    >4
    U.S.STD.SIEVE SIZE
    OPENING (M M )
    BOULDER
    (BLDR.)
    COBBLE
    (COB.)
    GRAIN
    SIZE
    MM
    IN.
    305
    12
    75
    3
    4
    4.76
    10
    2.00
    40
    0.42
    60
    0.25
    200
    0.075
    270
    0.053
    GRAVEL
    (GR.)
    COARSE
    SAND
    (CSE.SD.)
    FINE
    SAND
    (F SD.)
    SILT
    (SL.)
    CLAY
    (CL.)
    2.0
    0.25
    0.05
    0.005
    SOIL M OISTURE - CORRELATION OF TERM S
    SOIL M OISTURE SCALE
    (ATTERBERG LIM ITS)
    FIELD M OISTURE
    DESCRIPTION
    GUIDE FOR FIELD M OISTURE DESCRIPTION
    LL
    PLASTIC
    RANGE
    (PI)
    PL
    LIQUID LIM IT
    PLASTIC LIM IT
    - SATURATED -
    (SAT.)
    - W ET - (W )
    USUALLY LIQUID;VERY W ET,USUALLY
    FROM BELOW THE GROUND W ATER TABLE
    SEM ISOLID;REQUIRES DRYING TO
    ATTAIN OPTIM UM M OISTURE
    OM
    SL
    OPTIM UM M OISTURE
    SHRINKAGE LIM IT
    NON PLASTIC
    SLIGHTLY PLASTIC
    M ODERATELY PLASTIC
    HIGHLY PLASTIC
    - M OIST - (M )
    SOLID;AT OR NEAR OPTIM UM M OISTURE
    - DRY - (D)
    REQUIRES ADDITIONAL W ATER TO
    ATTAIN OPTIM UM M OISTURE
    PLASTICITY
    PLASTICITY INDEX (PI)
    0-5
    6-15
    16-25
    26 OR M ORE
    COLOR
    DRY STRENGTH
    VERY LOW
    SLIGHT
    M EDIUM
    HIGH
    DESCRIPTIONS M AY INCLUDE COLOR OR COLOR COM BINATIONS (TAN,RED,YELLOW -BROW N,BLUE-GRAY).
    M ODIFIERS SUCH AS LIGHT,DARK,STREAKED,ETC.ARE USED TO DESCRIBE APPEARANCE.
    GRADATION
    W ELL GRADED - INDICATES A GOOD REPRESENTATION OF PARTICLE SIZES FROM FINE TO COARSE.
    UNIFORM LY GRADED - INDICATES THAT SOIL PARTICLES ARE ALL APPROXIM ATELY THE SAM E SIZE.
    GAP-GRADED - INDICATES A M IXTURE OF UNIFORM PARTICLE SIZES OF TW O OR M ORE SIZES.
    ANGULARITY OF GRAINS
    THE ANGULARITY OR ROUNDNESS OF SOIL GRAINS IS DESIGNATED BY THE TERM S:
    ANGULAR,SUBANGULAR,SUBROUNDED,OR ROUNDED.
    M INERALOGICAL COM POSITION
    M INERAL NAM ES SUCH AS QUARTZ,FELDSPAR,M ICA,TALC,KAOLIN,ETC.
    ARE USED IN DESCRIPTIONS W HEN THEY ARE CONSIDERED OF SIGNIFICANCE.
    COM PRESSIBILITY
    SLIGHTLY COM PRESSIBLE
    M ODERATELY COM PRESSIBLE
    HIGHLY COM PRESSIBLE
    LL < 31
    LL = 31 - 50
    LL > 50
    PERCENTAGE OF M ATERIAL
    ORGANIC M ATERIAL
    TRACE OF ORGANIC M ATTER
    LITTLE ORGANIC M ATTER
    M ODERATELY ORGANIC
    HIGHLY ORGANIC
    GRANULAR
    SOILS
    2 - 3%
    3 - 5%
    5 - 10%
    > 10%
    SILT - CLAY
    SOILS
    3 - 5%
    5 - 12%
    12 - 20%
    > 20%
    OTHER M ATERIAL
    TRACE
    1 - 10%
    LITTLE
    10 - 20%
    SOM E
    20 - 35%
    HIGHLY
    35% AND ABOVE
    GROUND W ATER
    W ATER LEVEL IN BORE HOLE IM M EDIATELY AFTER DRILLING
    STATIC WATER LEVEL AFTER 24 HOURS
    PW
    PERCHED W ATER,SATURATED ZONE,OR W ATER BEARING STRATA
    SPRING OR SEEP
    M ISCELLANEOUS SYM BOLS
    L
    25/025
    ROADW AY EM BANKM ENT (RE)
    DIP & DIP DIRECTION
    L
    W ITH SOIL DESCRIPTION
    L
    OF ROCK STRUCTURES
    SPT
    SOIL SYM BOL
    DPT DM T
    VST PM T
    TEST BORING
    ARTIFICIAL FILL (AF)OTHER
    THAN ROADW AY EM BANKM ENT
    AUGER BORING
    SLOPE INDICATOR
    INSTALLATION
    CONE PENETROM ETER
    TEST
    INFERRED SOIL BOUNDARY
    MW
    INFERRED ROCK LINE
    ALLUVIAL SOIL BOUNDARY
    CORE BORING
    M ONITORING W ELL
    PIEZOM ETER
    INSTALLATION
    SOUNDING ROD
    TEST BORING
    W ITH CORE
    SPT N-VALUE
    RECOM M ENDATION SYM BOLS
    UNDERCUT
    SHALLOW
    UNDERCUT
    UNCLASSIFIED EXCAVATION -
    UNSUITABLE W ASTE
    UNCLASSIFIED EXCAVATION -
    ACCEPTABLE DEGRADABLE ROCK
    UNCLASSIFIED EXCAVATION -
    ACCEPTABLE,BUT NOT TO BE
    USED IN THE TOP 3 FEET OF
    EM BANKM ENT OR BACKFILL
    ABBREVIATIONS
    AR - AUGER REFUSAL
    BT - BORING TERM INATED
    CL.- CLAY
    CPT - CONE PENETRATION TEST
    CSE.- COARSE
    DM T - DILATOM ETER TEST
    DPT - DYNAM IC PENETRATION TEST
    e - VOID RATIO
    F - FINE
    FOSS.- FOSSILIFEROUS
    FRAC.- FRACTURED,FRACTURES
    FRAGS.- FRAGM ENTS
    HI.- HIGHLY
    M ED.- M EDIUM
    M ICA.- M ICACEOUS
    M OD.- M ODERATELY
    NP - NON PLASTIC
    ORG.- ORGANIC
    PM T - PRESSUREM ETER TEST
    SAP.- SAPROLITIC
    SD.- SAND,SANDY
    SL.- SILT,SILTY
    SLI.- SLIGHTLY
    TCR - TRICONE REFUSAL
    w - M OISTURE CONTENT
    V - VERY
    VST - VANE SHEAR TEST
    W EA.- W EATHERED
    - UNIT W EIGHT
    - DRY UNIT W EIGHT
    d
    SAM PLE ABBREVIATIONS
    S - BULK
    SS - SPLIT SPOON
    ST - SHELBY TUBE
    RS - ROCK
    RT - RECOM PACTED TRIAXIAL
    CBR - CALIFORNIA BEARING
    RATIO
    EQUIPM ENT USED ON SUBJECT PROJECT
    DRILL UNITS:
    ADVANCING TOOLS:
    HAM M ER TYPE:
    CM E-45C
    CLAY BITS
    X AUTOMATIC
    M ANUAL
    CM E-55
    CM E-550
    VANE SHEAR TEST
    PORTABLE HOIST
    X CME-550X
    6"CONTINUOUS FLIGHT AUGER
    8"HOLLOW AUGERS
    HARD FACED FINGER BITS
    TUNG.-CARBIDE INSERTS
    X CASING
    X W/ ADVANCER
    TRICONE
    "STEEL TEETH
    TRICONE
    "TUNG.-CARB.
    CORE BIT
    CORE SIZE:
    -B
    -H
    X -N X
    HAND TOOLS:
    POST HOLE DIGGER
    HAND AUGER
    SOUNDING ROD
    VANE SHEAR TEST
    PROJECT REFERENCE NO.
    SF-120292
    SHEET NO.
    2A
    NORTH CAROLINA DEPARTM ENT OF TRANSPORTATION
    DIVISION OF HIGHW AYS
    GEOTECHNICAL ENGINEERING UNIT
    SU BSU RFACE INVESTIGATION
    SOIL AND ROCK LEGEND,TERM S,SYM BOLS,AND ABBREVIATIONS
    (PAGE 2 OF 2)
    ROCK DESCRIPTION
    HARD ROCK IS NON-COASTAL PLAIN M ATERIAL THAT W OULD YIELD SPT REFUSAL IF TESTED. AN INFERRED
    ROCK LINE INDICATES THE LEVEL AT W HICH NON-COASTAL PLAIN M ATERIAL W OULD YIELD SPT REFUSAL.
    SPT REFUSAL IS PENETRATION BY A SPLIT SPOON SAM PLER EQUAL TO OR LESS THAN 0.1 FOOT PER 60
    BLOWS IN NON-COASTAL PLAIN MATERIAL, THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN
    REPRESENTED BY A ZONE OF W EATHERED ROCK.
    ROCK M ATERIALS ARE TYPICALLY DIVIDED AS FOLLOW S:
    W EATHERED
    ROCK (W R)
    CRYSTALLINE
    ROCK (CR)
    NON-CRYSTALLINE
    ROCK (NCR)
    COASTAL PLAIN
    SEDIM ENTARY ROCK
    (CP)
    NON-COASTAL PLAIN M ATERIAL THAT W OULD YIELD SPT N VALUES >
    100 BLOW S PER FOOT IF TESTED.
    FINE TO COARSE GRAIN IGNEOUS AND M ETAM ORPHIC ROCK THAT
    W OULD YIELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES GRANITE,
    GNEISS,GABBRO,SCHIST,ETC.
    FINE TO COARSE GRAIN M ETAM ORPHIC AND NON-COASTAL PLAIN
    SEDIM ENTARY ROCK THAT W OULD YEILD SPT REFUSAL IF TESTED.
    ROCK TYPE INCLUDES PHYLLITE,SLATE,SANDSTONE,ETC.
    COASTAL PLAIN SEDIM ENTS CEM ENTED INTO ROCK,BUT M AY NOT YIELD
    SPT REFUSAL. ROCK TYPE INCLUDES LIM ESTONE,SANDSTONE,CEM ENTED
    SHELL BEDS,ETC.
    W EATHERING
    FRESH
    ROCK FRESH,CRYSTALS BRIGHT,FEW JOINTS M AY SHOW SLIGHT STAINING. ROCK RINGS UNDER
    HAM M ER IF CRYSTALLINE.
    VERY SLIGHT
    (V SLI.)
    ROCK GENERALLY FRESH,JOINTS STAINED,SOM E JOINTS M AY SHOW THIN CLAY COATINGS IF OPEN,
    CRYSTALS ON A BROKEN SPECIM EN FACE SHINE BRIGHTLY. ROCK RINGS UNDER HAM M ER BLOW S IF
    OF A CRYSTALLINE NATURE.
    SLIGHT
    (SLI.)
    ROCK GENERALLY FRESH,JOINTS STAINED AND DISCOLORATION EXTENDS INTO ROCK UP TO
    1 INCH. OPEN JOINTS M AY CONTAIN CLAY. IN GRANITOID ROCKS SOM E OCCASIONAL FELDSPAR
    CRYSTALS ARE DULL AND DISCOLORED. CRYSTALLINE ROCKS RING UNDER HAM M ER BLOW S.
    M ODERATE
    (M OD.)
    SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND W EATHERING EFFECTS. IN
    GRANITOID ROCKS,M OST FELDSPARS ARE DULL AND DISCOLORED,SOM E SHOW CLAY. ROCK HAS
    DULL SOUND UNDER HAM M ER BLOW S AND SHOW S SIGNIFICANT LOSS OF STRENGTH AS COM PARED
    W ITH FRESH ROCK.
    M ODERATELY
    SEVERE
    (M OD.SEV.)
    ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS,ALL FELDSPARS DULL
    AND DISCOLORED AND A M AJORITY SHOW KAOLINIZATION. ROCK SHOW S SEVERE LOSS OF STRENGTH
    AND CAN BE EXCAVATED W ITH A GEOLOGIST'S PICK. ROCK GIVES "CLUNK"SOUND W HEN STRUCK.
    IF TESTED,W OULD YIELD SPT REFUSAL
    SEVERE
    (SEV.)
    ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND EVIDENT BUT
    REDUCED IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL FELDSPARS ARE KAOLINIZED
    TO SOM E EXTENT. SOM E FRAGM ENTS OF STRONG ROCK USUALLY REM AIN.
    IF TESTED,W OULD YIELD SPT N VALUES > 100 BPF
    VERY
    SEVERE
    (V SEV.)
    ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC ELEM ENTS ARE DISCERNIBLE
    BUT M ASS IS EFFECTIVELY REDUCED TO SOIL STATUS,W ITH ONLY FRAGM ENTS OF STRONG ROCK
    REM AINING. SAPROLITE IS AN EXAM PLE OF ROCK W EATHERED TO A DEGREE THAT ONLY M INOR
    VESTIGES OF ORIGINAL ROCK FABRIC REM AIN. IF TESTED,W OULD YIELD SPT N VALUES < 100 BPF
    COM PLETE
    ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE,OR DISCERNIBLE ONLY IN SM ALL AND
    SCATTERED CONCENTRATIONS. QUARTZ M AY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS
    ALSO AN EXAM PLE.
    ROCK HARDNESS
    VERY HARD
    CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND SPECIM ENS REQUIRES
    SEVERAL HARD BLOW S OF THE GEOLOGIST'S PICK.
    HARD
    CAN BE SCRATCHED BY KNIFE OR PICK ONLY W ITH DIFFICULTY. HARD HAM M ER BLOW S REQUIRED
    TO DETACH HAND SPECIM EN.
    M ODERATELY
    HARD
    CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES DEEP CAN BE
    EXCAVATED BY HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIM ENS CAN BE DETACHED
    BY M ODERATE BLOW S.
    M EDIUM
    HARD
    CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR PICK POINT.
    CAN BE EXCAVATED IN SM ALL CHIPS TO PEICES 1 INCH M AXIM UM SIZE BY HARD BLOW S OF THE
    POINT OF A GEOLOGIST'S PICK.
    SOFT
    CAN BE GROVED OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN FRAGM ENTS
    FROM CHIPS TO SEVERAL INCHES IN SIZE BY M ODERATE BLOW S OF A PICK POINT. SM ALL,THIN
    PIECES CAN BE BROKEN BY FINGER PRESSURE.
    VERY
    SOFT
    CAN BE CARVED W ITH KNIFE. CAN BE EXCAVATED READILY W ITH POINT OF PICK. PIECES 1 INCH
    OR M ORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE. CAN BE SCRATCHED READILY BY
    FINGERNAIL.
    TERM S AND DEFINITIONS
    ALLUVIUM (ALLUV.)- SOILS THAT HAVE BEEN TRANSPORTED BY W ATER.
    AQUIFER - A W ATER BEARING FORM ATION OR STRATA.
    ARENACEOUS - APPLIED TO ROCKS THAT HAVE BEEN DERIVED FROM SAND OR THAT CONTAIN SAND.
    ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COM POSED OF CLAY M INERALS,OR HAVING
    A NOTABLE PROPORTION OF CLAY IN THEIR COM POSITION,SUCH AS SHALE,SLATE,ETC.
    ARTESIAN - GROUND W ATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL AT
    W HICH IT IS ENCOUNTERED,BUT W HICH DOES NOT NECESSARILY RISE TO OR ABOVE THE GROUND
    SURFACE.
    CALCAREOUS (CALC.)- SOILS THAT CONTAIN APPRECIABLE AM OUNTS OF CALCIUM CARBONATE.
    COLLUVIUM - ROCK FRAGM ENTS M IXED W ITH SOIL DEPOSITED BY GRAVITY ON SLOPE OR AT BOTTOM
    OF SLOPE.
    CORE RECOVERY (REC.)- TOTAL LENGTH OF ALL M ATERIAL RECOVERED IN THE CORE BARREL DIVIDED
    BY TOTAL LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE.
    DIKE - A TABULAR BODY OF IGNEOUS ROCK THAT CUTS ACROSS THE STRUCTURE OF ADJACENT
    ROCKS OR CUTS M ASSIVE ROCK.
    DIP - THE ANGLE AT W HICH A STRATUM OR ANY PLANAR FEATURE IS INCLINED FROM THE
    HORIZONTAL.
    DIP DIRECTION (DIP AZIM UTH)- THE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF THE
    LINE OF DIP,M EASURED CLOCKW ISE FROM NORTH.
    FAULT - A FRACTURE OR FRACTURE ZONE ALONG W HICH THERE HAS BEEN DISPLACEM ENT OF THE
    SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE.
    FISSILE - A PROPERTY OF SPLITTING ALONG CLOSELY SPACED PARALLEL PLANES.
    FLOAT - ROCK FRAGM ENTS ON SURFACE NEAR THEIR ORIGiNAL POSITION AND DISLODGED FROM
    PARENT M ATERIAL.
    FLOOD PLAIN (FP)- LAND BORDERING A STREAM ,BUILT OF SEDIM ENTS DEPOSITED BY THE STREAM .
    FORM ATION (FM .)- A M APPABLE GEOLOGIC UNIT THAT CAN BE RECOGNIZED AND TRACED IN THE
    FIELD.
    JOINT - FRACTURE IN ROCK ALONG W HICH NO APPRECIABLE M OVEM ENT HAS OCCURRED.
    LEDGE - A SHELF-LIKE RIDGE OR PROJECTION OF ROCK W HOSE THICKNESS IS SM ALL COM PARED TO
    ITS LATERAL EXTENT.
    LENS - A BODY OF SOIL OR ROCK THAT THINS OUT IN ONE OR M ORE DIRECTIONS.
    M OTTLED (M OT.)- IRREGULARLY M ARKED W ITH SPOTS OF DIFFERENT COLORS. M OTTLING IN SOILS
    USUALLY INDICATES POOR AERATION AND LACK OF GOOD DRAINAGE.
    PERCHED W ATER - W ATER M AINTAINED ABOVE THE NORM AL GROUND W ATER LEVEL BY THE PRESENCE
    OF AN INTERVENING IM PERVIOUS STRATUM .
    RESIDUAL (RES.)SOIL - SOIL FORM ED IN PLACE BY THE W EATHERING OF ROCK.
    ROCK QUALITY DESIGNATION (RQD)- A M EASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF
    ROCK SEGM ENTS EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE
    RUN AND EXPRESSED AS A PERCENTAGE.
    SAPROLITE (SAP.)- RESIDUAL SOIL THAT RETAINS THE RELIC STRUCTURE OR FABRIC OF THE PARENT
    ROCK.
    SILL - AN INTRUSIVE BODY OF IGNEOUS ROCK OF APPROXIM ATELY UNIFORM THICKNESS AND
    RELATIVELY THIN COM PARED W ITH ITS LATERAL EXTENT,THAT HAS BEEN EM PLACED PARALLEL TO
    THE BEDDING OR SCHISTOSITY OF THE INTRUDED ROCKS.
    SLICKENSIDE - POLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT
    OR SLIP PLANE.
    STANDARD PENETRATION TEST (PENETRATION RESISTANCE)(SPT)- NUM BER OF BLOW S (N OR BPF)OF
    A 140 LB.HAM M ER FALLING 30 INCHES REQUIRED TO PRODUCE A PENETRATION OF 1 FOOT INTO SOIL
    W ITH A 2 INCH OUTSIDE DIAM ETER SPLIT SPOON SAM PLER. SPT REFUSAL IS PENETRATION EQUAL
    TO OR LESS THAN 0.1 FOOT PER 60 BLOW S.
    STRATA CORE RECOVERY (SREC.)- TOTAL LENGTH OF STRATA M ATERIAL RECOVERED DIVIDED BY
    TOTAL LENGTH OF STRATUM AND EXPRESSED AS A PERCENTAGE.
    STRATA ROCK QUALITY DESIGNATION (SRQD)- A M EASURE OF ROCK QUALITY DESCRIBED BY TOTAL
    LENGTH OF ROCK SEGM ENTS W ITHIN A STRATUM EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY
    THE TOTAL LENGTH OF STRATA AND EXPRESSED AS A PERCENTAGE.
    TOPSOIL (TS.)- SURFACE SOILS USUALLY CONTAINING ORGANIC M ATTER.
    FRACTURE SPACING
    TERM
    VERY W IDE
    W IDE
    M ODERATELY CLOSE
    CLOSE
    VERY CLOSE
    SPACING
    M ORE THAN 10 FEET
    3 TO 10 FEET
    1 TO 3 FEET
    0.16 TO 1 FOOT
    LESS THAN 0.16 FEET
    BEDDING
    TERM
    VERY THICKLY BEDDED
    THICKLY BEDDED
    THINLY BEDDED
    VERY THINLY BEDDED
    THICKLY LAM INATED
    THINLY LAM INATED
    THICKNESS
    4 FEET
    1.5 - 4 FEET
    0.16 - 1.5 FEET
    0.03 - 0.16 FEET
    0.008 - 0.03 FEET
    < 0.008 FEET
    BENCH M ARK: TBM NAIL IN POWER POLE AT -L- STATION 14.75,46'RT
    BM#1:BL STATION 10+26.00,32'RT IN 10"MAPLE
    TBM ELEVATION: 583.37 FEET
    BM #1 ELEVATION: 583.98 FEET
    NOTES:
    ESTABLISHED ELEVATION OF TBM FROM BM-1
    INDURATION
    FIAD= FILLED IMMEDIATELY AFTER DRILLING
    FOR SEDIM ENTARY ROCKS,INDURATION IS THE HARDENING OF M ATERIAL BY CEM ENTING,HEAT,PRESSURE,ETC.
    FRIABLE
    RUBBING W ITH FINGER FREES NUM EROUS GRAINS;
    GENTLE BLOW BY HAM M ER DISINTEGRATES SAM PLE.
    M ODERATELY INDURATED
    GRAINS CAN BE SEPARATED FROM SAM PLE W ITH STEEL PROBE;
    BREAKS EASILY W HEN HIT W ITH HAM M ER.
    INDURATED
    GRAINS ARE DIFFICULT TO SEPARATE W ITH STEEL PROBE;
    DIFFICULT TO BREAK W ITH HAM M ER.
    EXTREM ELY INDURATED
    SHARP HAM M ER BLOW S REQUIRED TO BREAK SAM PLE;
    SAM PLE BREAKS ACROSS GRAINS.
    DATE:8-15-14
    PROJECT REFERENCE NO.
    SF-120292
    SHEET NO.
    2B
    NORTH CAROLINA DEPARTM ENT OF TRANSPORTATION
    DIVISION OF HIGHW AYS
    GEOTECHNICAL ENGINEERING UNIT
    SU BSU RFACE INVESTIGATION
    SUPPLEM ENTAL LEGEND,GEOLOGICAL STRENGTH INDEX (GSI)TABLES
    FROM AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (PAGE 1OF 2)
    AASHTO LRFD Figure 10.4.6.4-1
    Determination of GSI for Jointed Rock M ass (M arinos and Hoek,2000)
    GEOLOGICAL STRENGTH INDEX (GSI)FOR
    JOINTED ROCKS (Hoek and M arinos,2000)
    From the lithology,structure and surface
    conditions of the discontinuities,estimate
    the average value of GSI. Do not try to
    be too precise. Quoting a range from 33
    to 37 is more realistic than stating that
    GSI = 35. Note that the table does not
    apply to structurally controlled failures.
    W here weak planar structural planes are
    present in an unfavorable orientation
    with respect to the excavation face,
    these will dominate the rock mass
    behaviour. The shear strength of surfaces
    T in rocks that are prone to deterioration
    as a result of changes in moisture
    content will be reduced if water is
    present. W hen working with rocks in the
    fair to very poor categories,a shift to
    F the right may be made for wet conditions.
    W ater pressure is dealt with by effective
    stress analysis.
    A STRUCTURE
    INTACT OR M ASSIVE - intact
    rock specimens or massive in
    situ rock with few widely spaced
    R discontinuities
    BLOCKY - well interlocked un-
    D disturbed rock mass consisting
    DECREASING SURFACE
    90
    80
    70
    of cubical blocks formed by three
    QUALITY
    N/A
    intersecting discontinuity sets
    60
    VERY BLOCKY - interlocked,
    partially disturbed mass with
    multi-faceted angular blocks
    formed by 4 or more joint sets
    BLOCKY/DISTURBED/SEAM Y -
    folded with angular blocks
    formed by many intersecting
    discontinuity sets. Persistence
    of bedding planes or schistosity
    50
    40
    30
    N/A
    DISINTEGRATED - poorly inter-
    locked,heavily broken rock mass
    with mixture of angular and
    rounded rock pieces
    20
    LAM INATED/SHEARED - Lack of
    blockiness due to close spacing
    of weak schistosity or shear planes
    N/A
    N/A
    10
    PROJECT REFERENCE NO.
    SF-120292
    SHEET NO.
    2C
    NORTH CAROLINA DEPARTM ENT OF TRANSPORTATION
    DIVISION OF HIGHW AYS
    GEOTECHNICAL ENGINEERING UNIT
    SU BSU RFACE INVESTIGATION
    SUPPLEM ENTAL LEGEND,GEOLOGICAL STRENGTH INDEX (GSI)TABLES
    FROM AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (PAGE 2 OF 2)
    AASHTO LRFD Figure 10.4.6.4-2
    Determination of GSI for Tectonically Deformed Heterogeneous Rock M asses (M arinos and Hoek,2000)
    GSI FOR HETEROGENEOUS ROCK M ASSES SUCH
    AS FLYSCH (M arinos.P and Hoek E.,2000)
    From a description of the lithology,structure and
    surface conditions (particularly of the bedding
    planes),choose a box in the chart. Locate the
    position in the box that corresponds to the condition
    of the discontinuities and estimate the average value
    of GSI from the contours. Do not attempt to be too
    precise. Quoting a range from 33 to 37 is more
    realistic than giving GSI = 35. Note that the
    Hoek-Brown criterion does not apply to structurally
    controlled failures. W here unfavourably oriented
    continuous weak planar discontinuities are present,
    T these will dominate the behaviour of the rock mass.
    The strength of some rock masses is reduced by the
    presence of groundwater and this can be allowed for
    by a slight shift to the right in the columns for fair,
    F poor and very poor conditions. Water pressure does
    not change the value of GSI and it is dealt with by
    using effective stress analysis.
    A COMPOSITION AND STRUCTURE
    A.Thick bedded,very blocky sandstone
    The effect of pelitic coatings on the bedding
    planes is minimized by the confinement of
    R the rock mass. In shallow tunnels or slopes
    these bedding planes may cause structurally
    D controlled instability.
    70
    A
    60
    B.Sand-
    stone with
    thin inter-
    layers of
    siltstone
    C.Sand-
    stone and
    siltstone
    in similar
    am ounts
    D.Siltstone
    or silty shale
    with sand-
    stone layers
    E.W eak
    siltstone
    or clayey
    shale with
    sandstone
    layers
    50
    B
    C
    D
    E
    40
    C,D,E,and G - may be more or
    less folded than illustrated but
    this does not change the strength.
    Tectonic deformation,faulting and
    loss of continuity moves these
    categories to F and H.
    F.Tectonically deformed,
    intensively folded/faulted,
    sheared clayey shale or siltstone
    with broken and deformed
    sandstone layers forming an
    almost chaotic structure
    G.Undisturbed silty
    or clayey shale with
    or without a few very
    thin sandstone layers
    H.Tectonically deformed silty
    or clayey shale forming a
    chaotic structure with pockets
    of clay. Thin layers of
    sandstone are transformed
    into small rock pieces.
    M eans deformation after tectonic disturbance
    30
    F
    20
    10
    G
    H
    DATE:8-19-16
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